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REVIEWED BLD2021-0670+Structural_Analysis_or_Calculations+5.13.2021_3.39.39_PM+2196120REVIEWED BY CITY OF EDMONDS W998 �`ss10NAL ��1 � F 4 RECEIVED May 14 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Structural Calculations Hazard Remodel 22423 100th Ave W Edmonds, WA 98020 PREPARED BY: AWB ENGINEERING, INC. WADE A. DAMEY, P.E. DAMEYW@AWBENG.COM 206-650-61 96 (CELL) May 13th, 2021 Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: New Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.1) L(0.25) 6x12 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.10, L = 0.250 , Tributary Width =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5821 Maximum Shear Stress Ratio = 0.211 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 524.01 psi fv: Actual = 37.99 psi Fb: Allowable = 900.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.500ft Location of maximum on span = 10.077 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.074 In Ratio = 1777>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.104 in Ratio = 1269>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.185 0.067 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.51 149.72 810.00 0.46 10.85 162.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.582 0.211 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.29 524.01 900.00 1.60 37.99 180.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.383 0.139 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.35 430.43 1125.00 1.32 31.20 225.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.062 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.91 89.83 1440.00 0.27 6.51 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1040 5.540 0.0000 0.000 Wood Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 0.ii. i. AWB ENGINEERING DESCRIPTION: New Beam Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.375 1.375 D Only 0.550 0.550 +D+L 1.925 1.925 +D+0.750L 1.581 1.581 +0.60D 0.330 0.330 L Only 1.375 1.375 General Footin �"C.''°'W.C�° ' g Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 0.ii. i. AWB ENGINEERING DESCRIPTION: New Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = OB : Overburden = M-xx = M-zz = V-x V-z Z 3 # 4 3.0 4 # 4 3 # 4 Bars n/a n/a X-X Section Looking to +Z Z-2 Section Looking W +X n/a D Lr L S W E H 0.60 1.40 k ksf k-ft k-ft k k General Footin �"C.''°'W.C.2° g ' Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: New Footing DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5170 Soil Bearing 1.034 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02388 Z Flexure (+X) 0.370 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L PASS 0.02388 Z Flexure (-X) 0.370 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L PASS 0.02388 X Flexure (+Z) 0.370 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L PASS 0.02388 X Flexure (-Z) 0.370 k-ft/ft 15.494 k-ft/ft +1.20D+1.60L PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 6.852 psi 82.158 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 2.0 n/a 0.0 0.4117 0.4117 n/a n/a 0.206 X-X, +D+L 2.0 n/a 0.0 1.034 1.034 n/a n/a 0.517 X-X, +D+0.750L 2.0 n/a 0.0 0.8783 0.8783 n/a n/a 0.439 X-X, +0.60D 2.0 n/a 0.0 0.2470 0.2470 n/a n/a 0.124 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.4117 0.4117 0.206 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.034 1.034 0.517 Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 0.8783 0.8783 0.439 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.2470 0.2470 0.124 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in2 in^2 in2 k-ft X-X, +1.40D 0.1050 +Z Bottom 0.2592 Min Temp % 0.40 15.494 OK X-X, +1.40D 0.1050 -Z Bottom 0.2592 Min Temp % 0.40 15.494 OK X-X, +1.20D+1.60L 0.370 +Z Bottom 0.2592 Min Temp % 0.40 15.494 OK X-X, +1.20D+1.60L 0.370 -Z Bottom 0.2592 Min Temp % 0.40 15.494 OK X-X, +1.20D+L 0.2650 +Z Bottom 0.2592 Min Temp % 0.40 15.494 OK X-X, +1.20D+L 0.2650 -Z Bottom 0.2592 Min Temp % 0.40 15.494 OK X-X, +1.20D 0.090 +Z Bottom 0.2592 Min Temp % 0.40 15.494 OK X-X, +1.20D 0.090 -Z Bottom 0.2592 Min Temp % 0.40 15.494 OK X-X, +0.90D 0.06750 +Z Bottom 0.2592 Min Temp % 0.40 15.494 OK X-X, +0.90D 0.06750 -Z Bottom 0.2592 Min Temp % 0.40 15.494 OK Z-Z, +1.40D 0.1050 -X Bottom 0.2592 Min Temp % 0.40 15.494 OK Z-Z, +1.40D 0.1050 +X Bottom 0.2592 Min Temp % 0.40 15.494 OK Z-Z, +1.20D+1.60L 0.370 -X Bottom 0.2592 Min Temp % 0.40 15.494 OK Z-Z, +1.20D+1.60L 0.370 +X Bottom 0.2592 Min Temp % 0.40 15.494 OK Z-Z, +1.20D+L 0.2650 -X Bottom 0.2592 Min Temp % 0.40 15.494 OK Z-Z, +1.20D+L 0.2650 +X Bottom 0.2592 Min Temp % 0.40 15.494 OK General Footin �"C.''°'W.C�° g 0.ii. i. Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 ' AWB ENGINEERING DESCRIPTION: New Footing Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z, +1.201) 0.090 -X Bottom 0.2592 Min Temp % 0.40 15.494 OK Z-Z, +1.20D 0.090 +X Bottom 0.2592 Min Temp % 0.40 15.494 OK Z-Z, +0.90D 0.06750 -X Bottom 0.2592 Min Temp % 0.40 15.494 OK Z-Z, +0.90D 0.06750 +X Bottom 0.2592 Min Temp % 0.40 15.494 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+L 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.901) 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 1.94 psi 164.32psi 0.01183 OK +1.20D+1.60L 6.85 psi 164.32psi 0.0417 OK +1.20D+L 4.91 psi 164.32psi 0.02987 OK +1.20D 1.67 psi 164.32psi 0.01014 OK +0.901) 1.25 psi 164.32psi 0.007607 OK